CN105910973A - Stress-related coarse-grained soil seepage deformation characteristic tester and test method - Google Patents
Stress-related coarse-grained soil seepage deformation characteristic tester and test method Download PDFInfo
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- CN105910973A CN105910973A CN201610312977.6A CN201610312977A CN105910973A CN 105910973 A CN105910973 A CN 105910973A CN 201610312977 A CN201610312977 A CN 201610312977A CN 105910973 A CN105910973 A CN 105910973A
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- 239000002689 soil Substances 0.000 title claims abstract description 29
- 238000010998 test method Methods 0.000 title claims abstract description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 20
- 229920005479 Lucite® Polymers 0.000 claims description 18
- 239000004926 polymethyl methacrylate Substances 0.000 claims description 18
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 238000005276 aerator Methods 0.000 claims description 7
- 229920001971 elastomer Polymers 0.000 claims description 4
- 239000012528 membrane Substances 0.000 claims description 4
- 239000002131 composite material Substances 0.000 claims 1
- 238000012360 testing method Methods 0.000 abstract description 10
- 230000000694 effects Effects 0.000 abstract description 6
- 238000000034 method Methods 0.000 abstract description 4
- 239000011435 rock Substances 0.000 abstract description 4
- 229920006395 saturated elastomer Polymers 0.000 abstract description 3
- 230000035699 permeability Effects 0.000 abstract description 2
- 230000003204 osmotic effect Effects 0.000 abstract 6
- 230000008595 infiltration Effects 0.000 description 4
- 238000001764 infiltration Methods 0.000 description 4
- 239000002245 particle Substances 0.000 description 3
- 230000035515 penetration Effects 0.000 description 2
- 230000001105 regulatory effect Effects 0.000 description 2
- 241001473780 Sideroxylon lanuginosum Species 0.000 description 1
- 238000010009 beating Methods 0.000 description 1
- 230000000740 bleeding effect Effects 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
- 230000003247 decreasing effect Effects 0.000 description 1
- 230000001066 destructive effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 206010016766 flatulence Diseases 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
- G01N15/0826—Investigating permeability by forcing a fluid through a sample and measuring fluid flow rate, i.e. permeation rate or pressure change
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- Chemical & Material Sciences (AREA)
- Physics & Mathematics (AREA)
- Analytical Chemistry (AREA)
- Dispersion Chemistry (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Fluid Mechanics (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a stress-related coarse-grained soil osmotic deformation characteristic tester and a test method, and belongs to the field of testing of osmotic deformation parameters of rock and soil bodies. The invention aims to solve the technical problem of investigating the change rule of the hydraulic gradient of the coarse-grained soil osmotic deformation and the determination of the osmotic coefficient after the osmotic deformation under the action of different stresses. Wherein, the magnitude of the applied stress is controlled by the air pressure of the pressure chamber, and the coarse-grained soil is quickly saturated by utilizing an air extractor and injecting airless water. In the test process, the hydraulic gradient under different stress effects is obtained through the ratio of the difference between the readings of the two piezometric tubes to the distance between the readings, and the change rule of the hydraulic gradient along with the change of the stress is analyzed. The permeability coefficient after osmotic deformation was obtained by recording the change in flow during the test. The device has simple and reasonable structure and simple and convenient operation, and is mainly used in the fields of civil engineering, hydraulic engineering and the like.
Description
Technical field
The present invention relates to a kind of deformation characteristic for civil engineering, a kind of Rock And Soil of hydraulic engineering and test device, in particular under different stress effects, the seepage deformation characteristic test of coarse-grained soil.
Background technology
Under seepage effect, there is seepage deformation, engineering may be caused to have an accident in the soil body, permeability and the impervious destructive characteristics thereof of therefore studying the soil body are significant.Divide above in grain group, using 0.075mm as the boundary of coarse grain group Yu particulate group, using 60mm as the boundary of coarse grain group Yu macrosome group, it is stipulated that in soil sample, the quality of coarse grain group is more than the soil of the 50% of gross mass and is referred to as coarse-grained soil.Infiltration coefficient and hydraulic gradient are the important indicators controlling soil body penetration deformation.At present, existing seepage deformation tester can not reflect the stress acting on the Rock And Soil impact on Penetration Signature, it is impossible to the index such as critical biharmonic equations reasonably determining Rock And Soil seepage control engineering design.
Summary of the invention
The technical problem to be solved is to investigate under the effect of different stress, the mensuration of the infiltration coefficient after the Changing Pattern of Coarse Grained Soil Seepage Deformation hydraulic gradient and seepage deformation.
In order to solve above-mentioned technical problem, the invention provides one can be under stress effect, the instrument of the infiltration coefficient after the Changing Pattern of analysis hydraulic gradient and mensuration seepage deformation;Uncovered lucite bucket (20) and the pressure-measuring pipe (21) of its lower end including cuboid;Described uncovered lucite bucket (20) left end and right-hand member connect rustless steel bung (5) and (6) with high-strength bolt respectively, and upper end connects pressure chamber (10);Rustless steel bung (5) left end connecting tee (7), described threeway (7) right side connects outlet, and upside connects air extractor (22), and left side connects lucite tube and water enters graduated cylinder (19);Rustless steel bung (6) right-hand member connecting tee (8), described threeway (8) left side connects water inlet, and upside connects air free water device (23), and right side connects water tank (18) by lucite tube;Described pressure chamber (10) upper end connects aerator (9), and lower end connects rubber elastic membrane (12);Being increased or decreased of pressure chamber (10) internal gas pressure, makes gum elastic mould (12) that tympanites or contraction to occur, thus realizes the applying of stress.
Described uncovered lucite bucket (20) left structure is hole adjustable Double-layered transparent porous disc (13), and centre is sample, is porous disc (14) on the right of sample, and in order to reduce the current impact of washing away on sample, low order end arranges cobblestone (15).Judge whether sample occurs seepage deformation according to the situation of beating of soil particle in Double-layered transparent porous disc (13), controlled the degree of seepage deformation by the pore size of regulation Double-layered transparent porous disc (13).
Valve (1) is set on described outlet pipeline, air extractor (22) arranges valve (2), air free water device (23) arranges valve (3), inlet pipeline arranges valve (4).
In order to understand the stress that sample is applied by pressure chamber at any time, described pressure chamber (10) is provided with pressure gage (11).In order to record water pressure change and changes in flow rate in process of the test, described inlet pipeline arranges piezometer (16) and effusion meter (17).
In order to analyze the Changing Pattern of hydraulic gradient in process of the test, arranging pressure-measuring pipe (21) in uncovered lucite bucket (20) lower end, its spacing is 20cm.In process of the test, draw hydraulic gradient by the difference of reading of two pressure-measuring pipes and the ratio of its distance.If discovery sample beginning with soil particle beat, seepage deformation, hydraulic gradient now has the most just been occurred to be critical biharmonic equations.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the present invention is further elaborated.
Fig. 1 is the structure principle chart of the present invention.
In the drawings.
1-valve；2-valve；3-valve；4-valve；5-rustless steel bung；6-rustless steel bung；The left threeway of 7-；The right threeway of 8-；9-aerator；10-pressure chamber；11-pressure gage；12-rubber elastic membrane；13-Double-layered transparent porous disc；14-porous disc；15-cobblestone；16-piezometer；17-effusion meter；18-water tank；19-graduated cylinder；20-uncovered lucite bucket；21-pressure-measuring pipe；22-air extractor；23-air free water device.
Detailed description of the invention
Uncovered lucite bucket (20) left structure is hole adjustable Double-layered transparent porous disc (13), middle placement sample, is compacted and scabbles, is porous disc (14) on the right of sample, and low order end is cobblestone (15).
Uncovered lucite bucket (20) left end and right-hand member connect rustless steel bung (5) and (6) with high-strength bolt respectively, and upper end connects pressure chamber (10).Arranging pressure gage (11) on pressure chamber (10), upper end connects aerator (9), and lower end connects rubber elastic membrane (12).
Rustless steel bung (5) left end connecting tee (7), described threeway (7) right side connects outlet, and upside connects air extractor (22), and left side connects lucite tube and water enters graduated cylinder (19).
Rustless steel bung (6) right-hand member connecting tee (8), described threeway (8) left side connects water inlet, and upside connects air free water device (23), and right side connects water tank (18) by lucite tube.
Outlet pipeline arranges valve (1), air extractor (22) arranges valve (2), air free water device (23) arranges valve (3), inlet pipeline arranges valve (4), piezometer (16) and effusion meter (17).
Arranging pressure-measuring pipe (21) in uncovered lucite bucket (20) lower end, its spacing is 20cm.
After instrument installs, the installation situation of inspection apparatus, see whether to connect situation about loosening.
Before on-test, in order to make coarse-grained soil be rapidly saturated, close valve (1), valve (3) and valve (4), open valve (2) and sample is bled 1h.Then open valve (3), while marginal not of bleeding enters air free water, after sample is submerged completely, closes valve (3), then waits about 2h until coarse-grained soil reaches saturated.
Close valve (2), open valve (1) and valve (4), start aerator (9), start sample is pressurizeed, the reading of observed and recorded pressure gage (11), close aerator (9) after desirable pressure to be achieved.Regulating tank head makes hydraulic pressure rise and gradually stable, after half an hour, and the reading of record pressure-measuring pipe, draw hydraulic gradient.Then restart aerator (9), increase the pressure to sample, continue regulating tank head and strengthen hydraulic pressure, then after waiting half an hour, record pressure-measuring pipe reading and also draw hydraulic gradient.Repeating aforesaid operations, we can obtain the hydraulic gradient under a series of different stress effect.When finding that beginning with soil particle in sample beats, and has the most just occurred seepage deformation, hydraulic gradient to be now critical biharmonic equations.
When, after sample generation seepage deformation, the reading of recording flowmeter, analysis draws the infiltration coefficient after sample seepage deformation.
Close all valves, off-test.
Claims (7)
1. stress is relevant Coarse Grained Soil Seepage Deformation characteristic tester and a test method, including uncovered lucite bucket (20) and the pressure-measuring pipe (21) of its lower end of cuboid；Described uncovered lucite bucket (20) left end and right-hand member connect rustless steel bung (5) and (6) respectively, and upper end connects pressure chamber (10)；Rustless steel bung (5) left end connecting tee (7), described threeway (7) right side connects outlet, and upside connects air extractor (22), and left side connects lucite tube and water enters graduated cylinder (19)；Rustless steel bung (6) right-hand member connecting tee (8), described threeway (8) left side connects water inlet, and upside connects air free water device (23), and right side connects water tank (18) by lucite tube；Described pressure chamber (10) upper end connects aerator (9), and lower end connects rubber elastic membrane (12).
Coarse Grained Soil Seepage Deformation characteristic tester that a kind of stress the most according to claim 1 is relevant and test method, it is characterized in that, described uncovered lucite bucket (20) left structure is hole adjustable Double-layered transparent porous disc (13), centre is sample, being porous disc (14) on the right of sample, low order end is cobblestone (15).
Coarse Grained Soil Seepage Deformation characteristic tester that a kind of stress the most according to claim 1 is relevant and test method, is characterized in that, described rustless steel bung (5) is connected with uncovered lucite bucket (20) with high-strength bolt respectively with (6).
Coarse Grained Soil Seepage Deformation characteristic tester that a kind of stress the most according to claim 1 is relevant and test method, it is characterized in that, valve (1) is set on described outlet pipeline, valve (2) is set on air extractor (22), valve (3) is set on air free water device (23), inlet pipeline arranges valve (4).
Coarse Grained Soil Seepage Deformation characteristic tester that a kind of stress the most according to claim 1 is relevant and test method, is characterized in that, described pressure chamber (10) is provided with pressure gage (11).
Coarse Grained Soil Seepage Deformation characteristic tester that a kind of stress the most according to claim 1 is relevant and test method, is characterized in that, described inlet pipeline arranges piezometer (16) and effusion meter (17).
Composite soil seepage deformation tester that a kind of stress the most according to claim 1 is relevant and test method, is characterized in that, the described distance between pressure-measuring pipe (21) is 20cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610312977.6A CN105910973A (en) | 2016-05-12 | 2016-05-12 | Stress-related coarse-grained soil seepage deformation characteristic tester and test method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610312977.6A CN105910973A (en) | 2016-05-12 | 2016-05-12 | Stress-related coarse-grained soil seepage deformation characteristic tester and test method |
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| CN105910973A true CN105910973A (en) | 2016-08-31 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106596370A (en) * | 2016-12-09 | 2017-04-26 | 浙江华东建设工程有限公司 | On-site undisturbed sample structure for seepage deformation test and preparation method of on-site undisturbed sample structure |
| CN106840990A (en) * | 2016-11-21 | 2017-06-13 | 大连理工大学 | A kind of achievable permeability apparatus for becoming effect of water pressure |
| CN108267370A (en) * | 2018-01-31 | 2018-07-10 | 浙江大学 | A kind of one-dimensional cylinder test device and method for simulating the kinetic head boundary effect soil body |
| CN110261277A (en) * | 2019-07-05 | 2019-09-20 | 河海大学 | A kind of determining experimental rig and method for being saturated soil sample critical hydraulic gradient in situ |
| CN110672488A (en) * | 2019-09-30 | 2020-01-10 | 太原理工大学 | Experimental device for influence of seepage pressure on rock-soil strength and ground stress on rock-soil permeability |
| CN111337414A (en) * | 2020-04-17 | 2020-06-26 | 水利部交通运输部国家能源局南京水利科学研究院 | Intelligent graded loading and variable-seepage-diameter ultra-large horizontal penetration test system |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2630839Y (en) * | 2003-07-22 | 2004-08-04 | 河海大学岩土工程科学研究所 | Coarse particle osmotic coefficient and soil body osmotic deformation measuring instrument |
| CN102169082A (en) * | 2010-12-31 | 2011-08-31 | 中国水电顾问集团中南勘测设计研究院 | Seepage deformation tester |
| CN102419298A (en) * | 2011-10-28 | 2012-04-18 | 西安理工大学 | Seepage device for slurry of coarse grained soil |
-
2016
- 2016-05-12 CN CN201610312977.6A patent/CN105910973A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2630839Y (en) * | 2003-07-22 | 2004-08-04 | 河海大学岩土工程科学研究所 | Coarse particle osmotic coefficient and soil body osmotic deformation measuring instrument |
| CN102169082A (en) * | 2010-12-31 | 2011-08-31 | 中国水电顾问集团中南勘测设计研究院 | Seepage deformation tester |
| CN102419298A (en) * | 2011-10-28 | 2012-04-18 | 西安理工大学 | Seepage device for slurry of coarse grained soil |
Non-Patent Citations (1)
| Title |
|---|
| 张福海等: "粗颗粒土渗透系数及土体渗透变形仪的研制" * |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106840990A (en) * | 2016-11-21 | 2017-06-13 | 大连理工大学 | A kind of achievable permeability apparatus for becoming effect of water pressure |
| CN106840990B (en) * | 2016-11-21 | 2023-07-14 | 大连理工大学 | Osmotic device capable of realizing variable water pressure effect |
| CN106596370A (en) * | 2016-12-09 | 2017-04-26 | 浙江华东建设工程有限公司 | On-site undisturbed sample structure for seepage deformation test and preparation method of on-site undisturbed sample structure |
| CN108267370A (en) * | 2018-01-31 | 2018-07-10 | 浙江大学 | A kind of one-dimensional cylinder test device and method for simulating the kinetic head boundary effect soil body |
| CN110261277A (en) * | 2019-07-05 | 2019-09-20 | 河海大学 | A kind of determining experimental rig and method for being saturated soil sample critical hydraulic gradient in situ |
| CN110672488A (en) * | 2019-09-30 | 2020-01-10 | 太原理工大学 | Experimental device for influence of seepage pressure on rock-soil strength and ground stress on rock-soil permeability |
| CN111337414A (en) * | 2020-04-17 | 2020-06-26 | 水利部交通运输部国家能源局南京水利科学研究院 | Intelligent graded loading and variable-seepage-diameter ultra-large horizontal penetration test system |
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Application publication date: 20160831 |
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